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Anchor Designer TM Company: Mike Smith Engineering,Inc. Date: 7/24/2017
<br /> 9 Enaineer Mike Smith I Page: 4/4
<br /> i = Software Project: Cal Tank Lines-17174
<br /> Version 2.4.5673.0 Address:
<br /> s —
<br /> Phone.
<br /> E-mail:
<br /> 8_t3t�eJ_$trt nuc th of Anchor In Shear(Scc,D 5�L)
<br /> V,,(Ib) Ca•=r G
<br /> 4946 1.0 0.65 0.78 7505
<br /> 10.Concrete Pryout Stri.,fln h of Anchor in Shear(Sec,D.6,3)
<br /> QVC,,=4minikq N.,:k<FNC.gl= ominJic,(A::.ik,o(AN,./AN-)'&N'l.,r e ..N'f.p.NN,,j(Eq.D-41)
<br /> k,, AN.(in') ANaa(in`) 'f:n.N. '1 ecNa Pep N. N„(lb) N.(Ib)
<br /> 2.0 165,89 104.55 1.000 1.000 1,000 3192 5065
<br /> Aar.(int) AN-(in!) .'o.n i:,;N R:,N 14n.N Ne(Ib) Nco(lb) 0
<br /> 216.00 144.00 1.000 1.000 1.000 1.000 6800 10200 0.70
<br /> Ov,pv(Ih)
<br /> 7091
<br /> 11,Results
<br /> Intcrartlon_cf_Tgile and Shear Forces(Sec.13.7)
<br /> Tension Factored Load,N-(lb) Design Strength,eN„(lb) Ratio Status
<br /> Steel 125 6176 0.02 Pass
<br /> Concrete breakout 250 4973 0.05 Pass
<br /> Adhesive 250 2089 0.12 Pass(Governs)
<br /> Shear Factored Load,V,,.(lb) Design Strength,oW(lb) Ratio Status
<br /> Steel 310 2505 0.12 Pass(Governs)
<br /> Pryout 620 7091 0.09 Pass
<br /> Interaction check N—/ON, V;,/OV, Combined Ratio Permissible Status
<br /> Sec.D.7.2 0.00 0.12 12.4 0/6 1.0 Pass
<br /> SET-XP w/1/2"0 F1554 Gr.36 with hof=4.000 inch meets the selected design criteria.
<br /> 12.Warnings
<br /> -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength In tension
<br /> and concrete pryoul strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3.
<br /> -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per
<br /> designer option.
<br /> Brittle failure govems for tension.Governing anchor failure mode is brittle failure.Attachment shall be designod to salisfy the requirements of ACI
<br /> 318-11 Section 13.3.3.4.3 for structures assigned to Seismic Design Category C.D.E.or F when the component of the strengUi level earthquake
<br /> force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination.In case when ACI
<br /> 318-11 Sections D.3.3.4,3(a)3 to 6,(b),(c),or(d)Is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this
<br /> message.Alternatively,40 factor can be entered to satisfy ACI 318-11 Section 0.3.3.4.3(d)to increase the earthquake portion of the loads as
<br /> required.
<br /> -Per designer input,ductility requirements for shear have been determined to be satisfied--designer to verify.
<br /> Designer must exercise own judgement to determine if this design is suitable.
<br /> Defer to manufacturers product literature for hole cleaning and Installation Instructions.
<br /> Input data and results roust be checked for agrecmcni with the existing circumstances,thce standards and guidelines must be crtocked for plausibility.
<br /> 5unpaon$Irony-i,a Cmip-my In.:. 5956 W.Las Posilas Boulevard Picasanton,CA 94588 Phone:925.560.9000 Fax:925,047,3871 www.strongtie.com
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